IS 9349:2006 i-a* Gim-ra' Indian Standard RECOMMENDATIONS FOR STRUCTURAL DESIGN OF MEDIUM AND HIGH HEAD SLIDE GATES (Second l?evision) ICS 93.160 ... , 0 BIS 2006 BUREAU MANAK OF BHAVAN, INDIAN STANDARDS ZAFAR , MARG 9 BAHADUR SHAH NEW DELHI 110002 Janua~ 2006 Price Group 8 Hydraulic Gates and Valves Sectional Committee, WRD 12 FORE WORD This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the drafi finalized by the Hydraulic Gates and Valves Sectional Committee had been approved by the Water Resources Division Council. Slide gate, as the name implies, is that gate in which the operating member (gate leaf) slides on the seating surfaces provided on the frame consisting of bodies with or without bonnets. These gates are `generally installed in the closed conduit and have sealing all around. Jet flow gate also falls in this category. Use of slide gates as the control and guard or emergency gates in conduits and sluices for water head up to 100 m is gaining popularity because of comparative simple construction and better hydraulic performance resulting from narrow groove width. Jet flow gates are being used for heads up to 200 m. However, slide gates normally do not close under their own weight, under condition of unbalanced head, that is, water flowing through conduit or sluice, and have to be pushed down for closing. This factor dictates the location of hoist directly above the gate and Iimits the use of slide gates. It is advisable, specially for high head gates, to get model of the gate tested in the hydraulic laboratory to determine the following for various operating requirements: a) b) c) d) e) f) Down pull and uplift force, Air demand and its location, Gate slot geometry, Gate geometry -- Special bottom shape, Vibration, and Negative pressure and cavitation effects. . ,. This standard was published in 1979. The first revision was taken up in 1986 in view of the experience gained during the course of these years in use of this standard. Two more conditions were added in Annex C, that is, three edges fixed and one (longer) edge tiee, and three edges fixed and one (shorter) edge free to cover the most commonly occurring field conditions. This standard is being brought out to incorporate changes and additional clauses in the light of experience gained and the latest trends in design the worldover specially with reference to coacting width in case of panel construction, jet flow gates, requirement of aeration, figures showing rubber seal arrangement, etc. There is no ISO standard on the subject. Assistance has been drawn from ASTM D2 137 `Standard test methods for rubber property -- Brittleness point of flexible polymers and coated fabrics for the method of test for low temperature brittleness'. The composition of the Committee responsible for the formulation of this standard is given in Annex J. For the purpose of deciding whether a particular requirement of this standard is complied with, the final value, observed or calculated expressing the result of a test or analysis, shall be rounded off in accordance with IS 2:1960 `Rules for rounding ofinumerical values (revise~'. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. IS 9349:2006 Indian Standard RECOMMENDATIONS FOR STRUCTURAL DESIGN OF MEDIUM AND HIGH HEAD SLIDE GATES (Second RevNion) 1 SCOPE for 1.1 This standard provides recommendation structural design of medium and high head slide gates. 1.2 This standard does not cover bulkhead stoplog gates and hoisting mechanism. " 2 REFERENCES The standards listed in Annex A contain provisions, which through reference in this text, constitute provisions of this standard. At the time of publication, the editions indicated were valid. All standards are subject to revision and parties to agreements based on this standard are encouraged to investigate the possibility of applying the most recent additions of the standards indicated in Annex A. 3 TERMINOLOGY 3.0 For the purpose of this standard the following Jet flow gates are used as regulating gates either at discharge end or at any intermediate point in a conduit. These can be usefhl for small size outlets under high head (150200 m) installation. 4.2 Requirement The principal requirements of slide gates shall be as given below: a) The gates shall be reasonably watertight. Leakage, if any, unless otherwise specified, shall not normally exceed 5 and 10 litre/min/m length of periphery of the sealing surface, for medium and high head gates, respectively. b) The gates shall be rigid, smooth, and straight at joints and reasonably free from vibration. c) The bottom shape of the gates shall be suitably ddsigned to minimize downpull in the case of downstream sealing and to minimize uplift and vibrations in case of gates with upstream sealing and to provide a converging fluid way and definite spring flow discharge, d) The slot of the gates shall be as narrow as possible, in conformity with structural safety of the gate. e) The gates shall be capable of being raised or lowered by the hoisting mechanism provided, within the prescribed time. o Downstream edges in the opening of-the slot on top and side of the gates shall not be sharp. These may be suitably set back from the upstream edge of the slot and rounded off for better hydraulic performance. AND ARRANGEMENT OF definitions shali apply. 3.1 Medium Head Gate -- A gate which is subjected to a head of water exceeding 15 m but less than 30.m, over sill. 3.2 High Head Gate -- Agate which is subjected to a head of water 30 m orabove, over sill. 4 TYPE AND"REQUIREMENT 4.1 ~pe Slide gate for medium and high head installations are classified into the following hvo types depending upon their service conditions: a) or guard gates -- These are designed to be closed under unbalanced head, that is, with water flowing through the conduit or sluice, but are not meant for regulation. They are generally opened under balanced head but may be designed to open under unbalanced head also. These are kept either fully open or fully closed. b) Regulating gates -- These are used for regulating flow of water. These are operated under unbalanced head conditions and are designed to be operated at any gate opening. Emergency 5 DESCRIPTION GATE 5.1 General The typical installation of a slide gate for medium or high head is shown in Fig. 1. It consists of gate leaf, which moves, in a fkrne. The flame consists of body which houses the gate in the open position. The body and bonnet are embedded in concrete. The bonnet is covered by bonnet cover with a stuff]ng box through which stem rod passes. The hoisting mechanism may 1 *B _ J&< GATE STEM --z HOIST Cylinder ----------a BONNET COVER FLOOR~ A-u `--/%% ruFSTREAM DOWNSTREAM HOLE FOR INOICATOR "SYSTEM -.". ,. ... ::! DOWNSTREAM n BONNET h ...... : !. :., :., uPsTREAM SOD, ,:: ..: .-l . ,,, -DOWNSTREAM ENLARGEO DETAIL AT P QttiRGED SkCTION E-E i"4-u- e uPSTREAM SONNET DOWNSTREAM SONNET SIDE SEAL 7 7 --(I 11 II `L LB m `,~--J-, . . ..-"-.-.. L-. -.-1-.-:.; L----'---- h) SECTION A-A SECTION B.S ENLARGED sEcTloN o-lj COMPRESSED ASBESTOS GASKET > OC-)WNSTREAM SOOY 7 ,:..L.:-,J L--- -1RU&!+ER Wm. uPsTREAM SOOY - GREASE PIPE -L-:: ,;; -_' C,:-- --,--- . . SIDE SEAL SEAT ~"' ~ ARGED SECTION C-C ENLARGED TOP SEAL DETAIL ENLARGED BOITOM SkAL DETAIL ENLARGED DOWNSTREAM (LEAF ONLY) ELEVATION FIG. 1 DETAIL OF SLIDEGATE IS 9349:2006 be supported directly over the bonnet cover or over a separate set of girders at higher level. 5.2 Gate Leaf 5.2.1 The gate leaf is a rigid frame structure consisting of a skin plate supported on stiffener and/or girder which transmits the water load tlom the skin plate to the vertical end girder. The skin plate may be upstream and/or downstream, according to design requirements. The gate leaf may be of cast steel or of structural steel in welded construction. Provision shall be made for connecting the gate position indicator and connections for the hoist to the gate leaf. Connections for the hoist shall be determined so that the gate shall remain truly vertical in suspended condition. 5.2.2 The seals which are screwed on the downstream face of the gate leaf transmit the water load on the gate leaf to the concrete through seal seats and embedded downstream body. Sutlicient number of screws should be provided to resist the frictional forces during raising or lowering of gate under maximum head of water. In addition shear plug to resist about 10 percent of shear force should be provided. Alternatively rubber seals of suitable size may be fixed on sides and top with the help of seal clamps and G.I. or stainless steel bolts}stainless steel screw so as to ensure a positive water pressure between the seal and the gate, and to bear tightly on the seal seat to prevent leakage. For reducing the seal friction fluorocarbon clad seal may be used. Edges of seal clamp adjacent to seal bulb shall be rounded. Rubber seal shall be provided at the bottom of the gate leaf. Its projection shall be uniform and should not be normally more than 3 mm. In the case of high head gates, the projection should be limited to 1.5 mm. Sealing arrangement showing rubber seals is shown in Fig. 2. 5.2.3 The gate shall have a narrow sill surface at the bottom with its upstream ordownstream face sloping upwards at an approximate angle of 45ฐ with the horizontal to reduce down pull or uplift respectively, especially when the gate is used for regulation. 5.2.4 For high head gates bottom sealing and sloping surfaces of the gate should preferably be of stainless steel for better resistance to cavitation damage. To reinforce it against cavitational pitting that may occur, the upstream edge of the gate leaf may be slightly projected and rounded off suitably for bettertiydraulic performance. An overlay of corrosion resistant steel of thickness af not less than 3 mm on sloping plate or complete corrosion resistant bottom plate is recommended on the sloping plate as shown in Fig. 1. 5.3 Frame The frame consists of the following components: a) b) c) d) Sill girder with bottom seal seat, Body, Bonnet, and Bonnet cover. ... , 5.3.1 Sill Girder with Bottom Seal Seat Bottom seal seat should be flush with the bottom of the opening and should be fixed on to the sill girder either with screwing or by welding to provide bottom sealing surface for the gate. All flanged joints should be provided with O-ringgasket. INTEL SSAL SKIN PLATE v> m ci.AMP SIDE RUSSER SEAL SEAL RETAINER SKW PIATE ~ frSEU CtAMP RMSION `vJ-"'"*IZ FIG. 2 RUBBERSEAL ARRANGEMENT 3 IS 9349:2006 5.3.2 Body The body which houses the gate leaf in closed position may be in sub-assemblies with joints. The body maybe of cast steel or structural steel in welded construction. In the latter case, proper care shall be taken to prevent warping during welding so that the tolerance of gaps around the gate is strictly adhered to. These should be adequately ribbed to provide proper anchorage with the surrounding concrete. The ribs so provided should have enough openings for allowing good concreting behind the groove bodies. The downstream portion of the body carries the bearing-cum-sealing plate in case of metallic seals, which may be fixed-by welding or screwing. It should be so designed that the maximum bearing pressure to which the concrete is subjected should not exceed the permissible stress specified in IS 456. The adequacy of embedded bearing plateshraclc sections shall be checked in bending and shear also based.on theory of bending of infinite berun on elastic foundation. Guides are also fixed `to the body for guiding the gate. Separate seal seats should be provided for rubber seals on u/s or d/s depending upon location of seals. 5.3.3 Bonnet The bonnet houses the gate leaf in open position. It has flanges on the bottom for being bolted to the body and on the top for the bonnet cover. The bonnet may either be of cast steel or structural steel in welded construction. It should be adequately ribbed to provide proper anchorage with surrounding concrete. The ribs so provided should have enough openings for allowing good concreting behind the groove bodies. Guides are fixed to the bonnet in continuity of the guides fixed on the body for guiding the gates. 5.3.4 Bonnet Cover Bonnet cover is provided to seal the gate slot and provide a support for the hoist, in case the hoist is mounted directly over the bomet. It should be designed for full hydrostatic pressure and also for the hoist capacity if the hoist is directly mounted over it. It should be in either one piece or more pieces according to the requirement. Provision for venting of air should be made in the bonnet cover. 5.4 Jet Flow Gate Jet flow gates are used as regulating gates either at discharge end or at.any intermediate point in a conduit. They consist of a flat-bottomed leaf, a body and bonnet and a bonnet cover on which the operating hoist is mounted. The fluid way upstream of gate forms a nozzle in the shape of the frustum of a 45ฐ cone with upstream diameter at least twenty percent greater than downstream diameter or orifice diameter, causing, the 4 discharging jet to contract and spring free of the slot in the gate body. The advantage in jet flow gates is that there is little or no pressure on the bonnet of gate. These can be useful for small size outlets under high heads (150-200 m) installation. The arrangement is shown in Fig. 3. -6-MATERIALS The material used for different components should be as specified in Annex B. 7 UNIT STRESS 7.1 The permissible value of stresses in the structural parts should be as specified in ArmexC. 7.2 The permissible -value of stresses in welded connections should be the same as permitted for the parent material. 8 LOADING 8.1 The gate shall be designed for hydrostatic and hydrodynamic forces as determined from model studies. 8.2 In case of gates located in conduitshluices the minimum increase in head on account of sub atmospheric pressure, downstream of gate, should be 2 m for medium and 5 m for high head gates. ,.,,, 8.3 Earthquake forces shall be consideredin accordance with IS 1893. 8.4 Silt load, if applicable, shall also be considered. 9 STRUCTURAL DESIGN 9.1 Gate Leaf 9.Ll"The skin plate and stiffeners should be designed together in a composite manner. 9.1.2 The skin plate should be designed for the following two conditions, unless more precise methods are available: a) b) In bending across the stiffeners or girder as applicable, or As panels, in accordance with the procedure and support conditions as given in Annex D. 9.1.3 The-stresses in skin plates for conditions in 9.1.2 should be determined as follows: a) For determining the stresses for condition in bending across stiffener, or girders, as per procedure in 9.1.2(a), bending moment should be determined according to the conditions of support. b) For calculating the stresses in skin plates for condition in bending as panel, in accordance IS 9349:2006 PLAN I SECTION B-B LEVER POSITION (STUD ENGAGED) UPPER CYLINDER HEAD -- BLEED LINE TO PERMIT REPACKING PISTON WITH GATE HELD -EN BY OIL UNDER PISTON -- GATE HANGER STUD FOR HOLDING GATE OPEN MECHANICALLY IF DESIRED V.PACKING PISTON RINGS GATE POSITION INDICATOR + . LEVER POSITION (STL!O DIS-ENGAGED t L - L T I /-o,L p,p~ CONNECTION PISTON `CYLINCfR GATE STEM { $ PACKINGGIAND SEAL RING ~ .,. . . ,. ... . ~ UPSTREAM BONNET 1 1- ,r I%N?%ON ,,, , -V-PACKING -ONNET COVER DETAIL C /%''TEM 00WNSTREM BOOY i UPSTREAM BONNET ~ CONICAL DIFFUSER T L c' 1 j I \ I + 1 -- -.. 1 A JET SPRING POINT SECTIONAL ELEVATION A-A I B `JET ..LO AIR VENT CONDUIT AIR VENT MANIFOLD .-- BOUNDARY / HALF SECTIONAL ELEVATION t HALF DOWNSTREAM ELEVATION FIG. 3 JET-FLOWGATE 5 IS 9349:2006 with the procedure given in 9.1.2(b), the stresses as given in Annex D should be used. 9.1.4 In either of the cases specified in 9.1.2 while designing the stiffener and girders the skin plate can be considered to be coacting with them. a) The coacting width of the skin plate in non panel fabrication as per 9.1.2(a) shall be taken by restricting to the least of the fo[lowing values: 1) 4ot+B, where t = thickness of skin plate, and 9.1.10 Horizontal and vertical stiffeners should be designed as simply supported or continuous -beams, depending upon the framing adopted for the gate. The spacing between horizontal girders should preferably be such that all the.girders carry ahnost equal loads. 9.1.11 The end vertical girders should be designed as continuous beams with concentrated loads, coming from horizontal girders, at points where they meet the end vertical girders. 9.1.12 Deflection of Gate a) Maximum deflection of the gate under normal conditions of loading should be limited to 1/2 000 of the span. In case of bulkhead gates the maximum deflection should be limited to 1/1 200 of the span. b) flange in contact with the skin plate; 2) 0.11 span; and 3) Centre-to-centre of stiffeners or girders. When skin plate coacts with girder as well as stiffener to form a panel construction, width of skin plate coacting w-ithhorizontal girder or stiffener should be worked out as illustrated in Annex E. B = width of stiffener b) 9.1.5 The stresses so computed shall be combined in accordance with formula: 0, = 0: +0; ญ oxcry+3 Zxy= where 0" = Crx= cry = Tv = comb-ined stress, sum of stresses along x axis, sum of stresses along y axis, and sum of shear stresses along x ญ y plane. d 9.1.13 Whenever the gate is connected to the hoisting mechanism, at points other thanthe end vertical girders, care shall be taken to avoid stress concentration particularly on the web of-top horizontal girder. The hoisting force should preferably be dispersed through suitable stiffeners to one or more "horizontal girders below the top one. The extra stresses arising due to this arrangement may be combined with the other stresses to ensure that permissible limits are not .,, , exceeded. 9.1.14 Gate Slot Geometry Width of slot should be kept as small as practicable. The downstream edge of the gate slot should be offset to reduce the cavitation hazard. In the absence of model studies a downstream offset of about 0.075 to 0.10 of the slot width with l/12 to 1/24 gradient downstream of the gate slot and a rounded point of intersection "is recommended. 9.1.15 Aeration Requirement The location and sizing of air vent is critical for minimizing cavitation and vibration problems associated with regulating services of gated outlets. Such installation, should be provided with adequate air supply downstream of the gate. For determination of air requirements and size of air vent IS 12804 may be referred to. 9.2 Seals 9.2.1 The seal should be fixed to the gate leaf by means of countersunk screws made of corrosion resisting steel. The hole in the seal should be counter bored to accommodate the conical head of the screws. When assembled, the heads of the screws should remain 1.0 mm below the surface of the seal. The screws used for fixing of seals to the gate leaf, should , NOTE -- The appropriate signs should be taken for rJxand CJy in the above formula. 9.1.6 The permissible value of mono-axial as weIl as combined stresses should not be greater than those specified in Annex C. 9.1.7 Permissible value of stresses in the welds should be the same as permitted for the parent material. For site weld, efficiency should be considered 80 percent of shop weld. 9.1.8 To take care of corrosion, the actual thickness of skin plate to be provided should be at least 1.5 mm more than the theoretical thickness computed, based on the stresses given in Annex C. The thickness of the skin plate should be not less than 8 mm, exclusive of corrosion allowance when considered. 9.1.9 The stiffeners may, if necessary, be of a built up section or of standard rolled section, that is, tees, angles, channels, etc. 6 IS 9349:2006 be designed to take up full shear likely to develop between the seal and the gate leaf due to friction force encountered between the seal and seal seat during raising or lowering of gates under maximum head of water. The screws should be adequately tightened to a constant torque and locked by punch marks. A compressed asbestos/rubber gasket should b.e provided between the seal and the Ieafiody to prevent leakage. Shear plugs may be provided in addition, at the discretion of the designer. The bottom seal should be of wedge type and manufactured from rubber. "For reducing the friction fluorocarbon cladded seals may be used. Suitable groove for grease should be provided on the top and side seals as shown in Fig. 1 for metallic sealing. 9.2.2 bearing pressure to which the concrete is subjected, shall not exceed the permissible stress specified in IS 456. 9.3.3 The following minimum plate thickness are recommended for the main plates of the body: sl No. Head Cast Steel Mild Steel (1) (2) mm (3) 20 25 30 747 16 20 25 i) Medium head (exceeding 15 but less than 30 m) ii) High head (30 to 60 m) iii) High head above 60 m The surface of the gate leaf over which seals are fixed, should be machined to a finish of 12.5 to 25 ~m (see IS 3073). 9.2.3 The surface finish of the sliding surface of metal 9.3.4 The body is either with flanged bolted joints both at the top and bottom or in welded construction without flanged joints, strictly maintaining tolerances of gaps around the gate. 9.4 Connectors In case provision for connectors is made, where two gates are used in tandem, the design should be the same as done for a single body. 9.5 Bonnets 9.5.1 The bonnets, like bodies, are also embedded in seals should be within the range of 1.6 to 6.3 pm (see Is 3073). 9.2.4 Minimum threaded length equivalent to one and a half times the diameter of the screws should be screwed with the gate leaf to ensure against their Iooseningunder vibrations during operations. Suitable chamfer should be provided at the bottom of the gate leaflclamp plate to accommodate the bottom wedge seal in compressed position. 9.2.5 For regulating gates, the designer at his discretion, may make the.seals effective throughout the range of travel of gates either by fixing the seals to the embedded parts or by providing a liner plate above, in continuation of the top seal seats for the entire width of the gate and range of regulation. 9.2.6 9.3 Body 9.3.1 The body is embedded in concrete which should concrete, which is sufficiently reinforced to withstand the hydrostatic pressure of water. The design and thickness of bonnet and other ribbing should be similar to those of bodies. Bonnets or parts of bonnets which are not embedded should be designed for fill internal water pressure. 9.5.2 The top flange of bonnet and flanges of bonnet cover should be designed for hydraulic hoist load, in addition to the full pressure, if the hydraulic hoist is mounted on the bonnet cover. The flange joint shall be provided with rubber O-ring gasket. 9.5.3 The bonnet parts are either with flange bolted joints both at top and bottom, or in welded construction without flanged joints, maintaining strict tolerances for gaps around the gate. 9.5.4 The entire plate of the downstream bonnet in contact with the gate seal, when gate is in filly open position, should be of stainless steel plate/stainless steel clad plate. 9.5.5 The surface finish of the top flange of bonnet and matching face of the bonnet cover should be within the range of 12.5 pm to 25 pm (see IS 3073). be reinforced sufficiently to withstand the water pressure. However, the gate body is made sut%ciently rigid to prevent damage or distortion during transportation and installation by providing reinforcing ribs in longitudinal, as well as transverse direction. The ribs should be provided with enough opening for good concreting. The body shall be checked to withstand full external pressure with a permissible stress of 80 percent of yield point stress of the material and should have sutllcient anchorage with the concrete to withstand the external pressure. In case sufficient anchorage length in concrete is not available, the body should be designed to withstand fidl external pressure on its own. 9.3.2 The downstream portion of the body carries the bearing plate and should be so designed that maximum 7 9.6 Bonnet cover should be designed to withstand the full internal water pressure. In installations where hoist is directly mounted over the bonnet cover, it should, in addition, be designed to resist the full load of maximum hoisting effort. IS 9349:2006 9.7 Gland stuffing-box should be provided on bonnet cover to prevent leakage of water around stem rod of gate leaf passing through the bonnet cover. The gland stuffing box should be in two pieces, namely, hoisting or box proper and the cover gland. It should either be of cast steel or fabricated with structural steel. It should be designed for fill hydrostatic pressure. The material for sealing should -be graphite impregnated asbestos rope, or chevron or equivalent, preferably of square cross-section. The housing should have bushing of nonferrous material, preferably phosphor bronze, to facilitate the supporting of sealing rope and for free passage of-stem rod. Cover of the box also should have similar arrangements. The housing box should have suitable arrangements for fixing the assembly to the bonnet cover. 9.8 Seal Seats/Bearing -PJates/Sill Beam on seal seats and also for avoiding seizing while sliding under load. 9.8.7 The sill beam may be provided with the corrosion resistant steel flats, welded or screwed with corrosion resistant steel screws. The surfaceof the sill beam may be machined smooth, wherever required, and made flush with the surrounding concrete. 9.9 Anchorage or Anchor Plates Anchorages should be provided in the first stage concrete, with suitable blockout openings, to hold the embedded parts of the second stage concrete. The -anchor bolts in the second stage concrete shall be with double nuts and washers. Yor adjustment purposes enlarged holes in the embedded parts of the second stage concrete should be provided. Preferably the anchor plates may be embedded with first stage concrete and anchor bolts welded subsequently. The minimum size (diameter) of anchor bolts should not be less than 16 mm and the anchor plate thickness should not be less than 8 mm. In order to limit the permissible stress in shear in concrete suitably designed shear reinforcement may be necessary. A typical arrangement is given in Annex F. 9.10 Guides and Guide Bars Guides are fixed on the gate leaf and guide bars on-the bodies and bonnets to guide the leaf properly throughout its travel. The guides should be effective in both directions, that is, longitudinal as well as transverse. The recommended clearance between the guide and guide bar is a maximum of 3 mm in each direction on either side. 9.11 Guide Rollers and Guide Shoes 9.11.1 Gate guide rollers/shoes should be-provided on the sides of the gates to limit the lateral motion of gate to not more than 6 mm in either direction. The roller should be flanged and travel on steel plates or rails securely attached to anchor bolts. In case of rollers they should be provided with bronze -bushing or selflubricating bushing turning on fixed steel pins. Suitable arrangement for lubrication of these rollers should also be provided. Where necessa~, counter guide rollers should be provided to limit the transverse movement of gates. 9.8.1 The width of sealing surface should be so chosen that the bearing pressure does not exceed the permissible limit. 9.8.2 The bearing plate should be welded or fixed to the downstream body by means of counter bore screws made of corrosion resistant steel. The holes in the bearing plate should be countersunk to accommodate the conical.head of screw. When assembled, the head of screws should remain 1.0 mm"below the surface of the seal seat. The weld or the screws used for fixing the bearing plates should be designed to take up the full shear likely to develop between the seal and the bearing plate. These screws should be adequately tightened and locked by punch marks. Suitable means shall be provided for greasing the seal seats. It should be ensured that the grease does not leak out of the joints. A recommended method is the provision of O-ring seals around the greasing holes to seal the joint between the seal seat and the downstream part of the body. 9.8.3 The surface finish of bodies to which seal seats are fixed should be machined to a finish of 12.5to 25 ~m (see IS 3073). 9.8.4 The surface finish of the bearing plate/side seal seat in sliding contact with metal seals during gate operation should be within the range of 1.6 to 6.3 ~m (see IS.3073). 9.8.5 The surface finish of the bottom seal seat should be within the range of 12.5 to 25 pm (see Is 3073). 9.8.6 For regulating and emergency gates, where metal-to-metal seals are provided, same material should not be used for seals and seal seats. The material for the seal should be softer than the material for seal seats so that the wearing is on seals and not 8 9.11.2 A minimum of two guide rollers or shoes should be provided on each side of the gate to resist the transverse and lateral movement of the gate and at the same time, to prevent gate from jamming. A clearance of 3 to 6 mm between the guide rollers and guide surface should be structurally adequate-to withstand the load they are likely to be subjected to, depending upon the type of installation, hoist and hydraulic IS 9349:2006 condition. Guide rollers may also be provided with suitable springs, whenever required. Guide rollers may be preferred for high head gates to be handled by Iiftiig beams. 9.11.3 Suitable spring assembly may be provided beneath the guide shoes or guide roller assembly to restore the gate to normal position after any deflection, specially for high head gates. 9.11.4 The guide roller/shoes should be designed for the maximum load to which they may be subjected during operation. A minimum load of 5 percent of the total dead weight of the gate is recommended for the design of each guide roller. 9.12 Tolerance The tolerance for embedded parts and in components of gate should be as given in Annex G (see also Fig. 4). 10 COEFFICIENT OF SLIDING FRICTION 10.1 Values of coet%cient of friction recommended for design of gates are given in Annex H. 10.2 Arrangement for lubricating the sliding surface of the gate seal and the bearing plate maybe provided at the discretion of the designer. 11 EARTHQUAKE EFFECT 11.1 Where the project lies in a seismic zone earthquake forces should, be considered in accordance with IS 1893, and the gate designed accordingly. 11.2 The allowable stresses as given in Annex C shall be increased by 33.333 percent in case of earthquake conditions subject to an upper limit of 85 percent of the yield point. In case of nuts and bolts, increase in stress shall -not be more than 25 percent of allowable stress. 1 KnGl 1 / { /-SIDESEAL SEAT-CUMSLNIINGTRACK BEARING-CUM-SLIDING PLATE -UPSTREAM WIDE . ,. /8! / FIG. 4 SLOT SECTIONFORSLIDE-GATE 9 1S 9349:2006 11.2.1 The permissible values of stresses in welded connections should be the same as permitted for parent material. 12 WAVE EFFECT 12.1 For very wide and big reservoirs, the effect of wave height due to storms, etc, in causing increased loading on the gate, should also be considered. 12.2 Increased stresses in various parts of the gate, as described in 11.2 for earthquake forces, should be allowed for the wave effect. 12.3 The earthquake forces and the wave effect should not be considered to act together while computing the increased stresses in the gate. 13 ICE LOADS 13.1 Ice-Impact and Ice-Pressure 14 MWL CONDITION In case the gate is to be checked for MWL condition, the allowable stress shall be increased by 33.333 percent of the values specified in Annex C subject to 80 percent of upper limit of yield point. However, if the gates are required to be designed for MWL condition, normal stresses should be taken in accordance with Annex C. 15 STRESS RELIEVING Stress relieving is required depending on the thickness of the plate or size of weld. For plates with thickness more than 28 mm stress relieving should be done. The stress relieving may be done according to the procedure mentioned in IS 2825. 16 GROUTING Provision for contact grouting, that is, grouting between gate body and bonnet and surrounding concrete should be made to ensure a perfect -bond between them. Provision for suitably designed grout hole arrangement should be made in the liner and bonnet to avoid voids between various stages of concreting and between gate bodylbonnet and concrete. Provision should also be made for escape of air during grouting. Such grout holes should be plugged subsequently and ground flushed. ,,,, Provided local conditions do not impose other values, ice-impact and ice-pressure should be taken into account in such a way that the water pressure triangle shall be replaced as given below: .a) In waters with ice thickness greater than 300 mm, by an even surface pressure of 30000 N/mz up to 3 m depth; and In waters with ice thickness upto 300 mm, by an even surface of 20000 N/mzup to 2 m depth. b) ANNEX A (Clause 2) LIST OF REFFERED IS NO. INDIAN STANDARDS Title -- purposes Machining Specification (third revision) Aluminum bronze ingots and castings (second revision) Tin bronze ingots and castings (third revision) IS No. Title 291:1989 305:1981 306:1983 318:1981 456:2000 800:1984 808:1989 1367 Leaded tin bronze ingots and castings (second revision) Plain and reinforced concrete -- Code of practice (fourth revision) Code of practice for general constructionin steel(secondrevision) Dimensions for hot rolled steel beam, column, channel and angle sections (third revision) Carbon steel castings for general engineering purposes (@h revision) 10 Technical supply conditions for threaded fasteners 1570 Schedules for wrought steels for general engineering purposes: (Part 1): 1978 Steels specified by tensile and/or yield properties (#lrst revision) (Part 2):1979 Carbon steels (unalloyed steels) @rst revision) (Part 2/See 1): 1979 Carbon steels (unalloyed steels), Section 1 Wrought products (other than wires) with specified chemical composition and related properties (first revision) (Part 2/See 2): 1987 (Part 3): `1979 1030:1998 Carbon steels (unalloyed steels), Section 2 Carbon steel wires with related properties @st revision) Carbon and carbon managnese free cutting steels (jirst revision) IS 9349:2006 IS No. Title IS No. we (Part 4): 1988 (Part 5): 1985 (Part 6): 1996 (Part 7): 1992 1875:1992 "1893 :1984 2004:1991 Alloy steels (alloy constructional and spring steels) with specified chemical composition and mechanical properties (@trevi,slon) Stainless and heat-resisting steels (second revision) 2062:1999 2825:1969 3073:1967 6911:1992 Steel for general structural purposes -- Specification Vourth revision) Code for unfired pressure vessels Assessment of surface roughness Stainless steel plate, sheet and strip @st revision) Carbon and alloy tools steel @st revision) 8500:1991 Steels for elevated temperature service (creep resistant steels) Carbonsteel billets, blooms, slabs and bars for forgings @fth revision) Criteria for earthquake resistant design of structures (@rth revision) Carbon steel forgings for general engineering purposes (thirdmvkion) Structural steel -- Microalloyed (medium and high strength qualities) @irst revision) Guidelines for design and use of different types of rubber seals for hydraulic gates Criteria for estimation of aeration demand for spillway and outlet structure 11855:2004 12804:1989 ANNEX B (Clause 6) MATERIAL FOR THE COMPONENT OF MEDIUM AND HIGH HEAD SLIDE GATE Material Ref to IS NO. ~~~ S1 No. Component Part Recommended i) Gate leaf, sill girder bodies, bonnet, and bonnet cover Forged steel Structural steel Cast steel IS 1875, IS 2004 IS 808 IS 2062, IS 8500 Is1030 IS305, IS306, IS318 IS1570, IS6911 1S318 IS291 IS1570 IS2062 IS1570 IS1367 Is1570 IS2062 Is1030 IS318 IS11855 ii) iii) iv) Seal seats, bearing plate and bottom seal seat Guide bars Guides Bronze Corrosion resistant steel Bronze Brass Corrosion resistant steel Structural steel v) vi) Clamps Fixing screws/bolts Corrosion resistant steel Mild steel Stainless steel Gland stuffing box a) Body and stuffing collar b) c) Bushing and bushing collar Seals Structural steel Cast steel Bronze Rubber Chevron Fluorocarboncoated 11 IS 9349:2006 ANNEX C (Foreword, Clauses 7.1,9 .1.6,9.1.8,11.2 and 14.1) PERMISSIBLE MONOAXIAL STRESSES FOR STRUCTURAL COMPONENTS OF HYDRAULIC GATES sl No. Material and Type of Stress Wet Condition / A \ / Dry Condition A \ Accessible i) Inaccessible Accessible Inaccessible Structural steel compression Direct compression in bending and .45 YP .45 YP .35 YP .60 YP .35 UTS .035 UTS .40 YP .40 YP .30 YP .50 YP .25 UTS .030 UTS .55 YP .55 YP .40 YP .75 YP .40 UTS .040 UTS .45 YP .45 YP .35 YP .60 YP .35 UTS .035UTS ii) iii) iv) v) vi) Direct temsion and tension in bending Shear stress Combined stress Bearing stress bronze or brass Direct bearing stress NOTES 1 YP stands for minimum guaranteed yield point stress. UTS stands for ultimate tensile strength. For materials which have no definite yield point. The yield point may be taken at 0.2 percent proof stress. 2 When the members are subjected to direct compression/compression in bending, the //r ratio of members is to be considered and the stresses correspondingly reduced in proportion given in Annex C and shall be in accordance with IS 800. 3 The term wet condition applies to skin plates and those components of gate which may have a sustained contact with water, for example, horizontal girder and other components located on upstream side of the skhr plate. The term dry condition applies to all components which generally do not have a sustained contact with water, for example, girders, stiffeners, etc., on downstream side of skin plate, even though there may be likelihood of their wetting due to occasional spray of water. Stoplogs are stored above water leVel' and are only occasionally used. Hence, stresses given under dry and accessible conditions should be applied to them in accordance with 9.1.8, 4 The term accessible applies to gates which are kept in easily accessible locations and can, therefore, be frequently inspected and maintained, for example, gates and stoplogs which are stored above water level and are lowered only during operations. The term inaccessible applies to gates which are kept below water level.and/or are not easily available for frequent inspection and maintenance. For example, gates kept below water level or in the bonnet space even while in the raised position or gates which on account of their frequent use are generally in water. ANNEX D [Clauses 9.1.2 (b) and 9.1.3 (b)] METHOD D-1 STRESSES OF COMPUTATION OF BENDING STRESSES k P IN FLAT PLATES OF FLAT PLATES IN PANELS Bending stresses in flat plates maybe computed from the following formula: ~=~xpxa2 = non-dimensional factor depending on values of a and b; = water pressure in N/mm* (relative to the plate centre); a, b = bay width in mm as in Fig. 5 to Fig. 10; and s = plate thickness, in mm. 100 where G S2 = bending stress in flat plate in N/mm*; The values of K for the points and support conditions given in Fig. 5 to Fig. 10 are given in Tables 1, 2 and 3. 12 IS 9349:2006 Y Y r ,+ ) t I uAYL x ulY L ulx / L +[ $-i l-g I `2X I`3X I H FIG. 6 ALL EDGESRIGIDLY FIXED FIG. 5 ALL EDGESSIMPLY SUPPORTED Y t %q r ! + !) L (r 7X= o.3.0n I N! x _3- ---- 0 6)( l-+-k-l s R L (r lox= o"3.ul~y l------ a ---l FIG. 7 Two SHORTAND ONE LONG EDGESFIXED AND ONE LONG EDGESIMPLY SUPPORTED FIG. 8 Two LONG AND ONE SHORTEDGESFIXED AND ONE SHORTEDGESIMPLY SUPPORTED x ////4 i- d12Y 512X L 513y 6,,)( tflly 615X b -t %4Y 514)( FIG. 9 THREEEDGESFIXEDAND ONE (LONGER) EDGEFREE `1-+ t b t x 44 618y !/ JJJl,. FIG. 10 THREEEDGESFIXEDAND ONE (SHORTER)EDGEFREE 3S 9349:2006 Table 1 Values of k for Points and Supports Conditions (Clause D-1) bla (1) a Given in Fig. 5 to Fig. 8 *U,, (2) 75 71.3 67.7 61.0 55.8 48.7 39.6 28.7 qu]y (3) 22.5 24.4 25.8 27.8 28.9 29.9 30.1 28.7 *U2X (4) 25 25 25 -24.7 23.9 22.1 18.8 13.7 +JU2Y iff4y (5) 7.5 7.5 8.0 9.5 10.8 12.2 13.5 13.7 (6) 34.2 34.2 34.3 34.3 34.3 34.3 33.9 30.9 *03X iu~x *CTSY *U7J *US, 2+ CT$X *UQ icr,~ *U* (7) 50 50 50 49.9 48.4 45.5 40.3 30.9 (8) 37.5 37.4 36.6 33.8 30.8 27.1 21.4 14.2 (9) 11.3 12.0 13.3 15.5 16.5 1-8.1 18.4 16.6 (lo) 47.2 47.1 47.0 47.0 46.5 45.5 42.5 36.0 (11) 75 74.0 73.2 68.3 63.2 56.5 47.2 32.8 (12) 25 25 25 25 24.6 23.2 20.8 16.6 (13) 7.5 7.6 8.0 9,0 10.1 11.4 12,9 14.2 (14) 34.2 34.2 34.2 34.2 34.1 34.1 34.1 32.8 (15) 50 50 50 50 48.9 47.3 44.8 36.0 3 2.5 2 1.75 1.5 1.25 I NOTE -- The edges over which the panels are continuous may, for all practical purposes, be treated as edges rigidly fixed. However, more exact analysis may be resorted to at tbe dkcretion of the designer. Table 2 Values of k for Points and Supports Conditions (Clause D-1) bla (1) a Given in Fig. 9 C7 11X (2) 22.0 17.67 22.5 23.5 23.0 !9.49 18.37 19.78 u 11$ (3) 75.00 12.29 13.0 14.2 14.0 6.72 2.88 7.68 0 12s (4) 90.00 9.45 15.5 20.5 25.8 33.98 42.05 44.93 G llY (5) 300.0 31.5 51.5 72.5 87.0 113.28 140.16 149.76 U 13x (6) 91.00 37.64 48.0 59.5 67.5 72.96 51.84 65.28 u uy 0141 u My u 1s1 c KY (7) 28.00 11.29 14.8 18.2 20.8 12.89 15.55 19.59 (8) 205,00 44.55 53.0 82.0 112.0 134.4 124.4 109.44 (9) 62.00 13.4 16.2 22.7 34.8 40.32 37.44 32.84 (lo) 2.00 27.96 37.0 48.0 61.0 69.88 52.42 52.41 (11) 0 0 0 0 0.. 0 0 0 1.0 1.25 1.50 1.75 2.0 2.5 3.0 Table 3 Values of &for Points and Supports Conditions (Clause D-1) bla (1) Given in Fig. 10 U 16s (2) 29.00 17.67 20.80 25.S1 26.48 27.46 28.07 28.18 U 16y (3) 9.00 12.29 11.70 11.12 10.56 10.00 9.13 8.68 u 17X u 17y u 18, G Isy u 19s u 19y (4) 9.00 9.45 8.96 8.48 8.49 8.50 8.51 8.51 (5) 30.00 31.05 29.87 28.28 28.03 28.36 28.38 28.38 (6) 50.00 37.64 28.00 21.04 32.00 45.52 46.66 46.94 (7) 15.00 11.29 8.40 6.31 9.60 13.66 14.00 14.08 (8) 51.00 44,55 34.5 25.53 36.5 50.09 50.80 50.81 (9) 16.00 13.40 10.35 7.66 10.95 15.27 15.24 15.24 ;; 29.00 27.96 28.53 29.11 28.97 28.81 28.78 28.77 ;; 0 0 0 0 0 0 0 0 a 1.0 1.25 1.50 1.75 2.0 2.5 3.0 15 IS 9349:2006 ANNEX E [Clause 9.1.4(b)] METHOD OF CALCULATION OF COACTING WIDTH OF SKIN PLATE WITH BEAM OR STIFFENERS E-1 METHOD E -1.1 Coacting width of skin is given by 2VB. where V = reduction factor (non-dimensional) depends on the ratio of the support length to the span of the plate and on the action of the moments, and is ascertainable from Fig. 11and 12; and B = half the span of the plate between two girder (see Fig. 11) or overhang length of a bracket plate. E-1.l.l The ideal support length (L1or LII,see Fig. 11) corresponding to the length of the moment zone of equal sign, in the case of continuous girders shall be taken as a basis with regard to support length L. In the case of single bay girders, the ideal support length corresponds to the actual. reduction factor corresponding to the parabolic moment zone (see Fig."11 and 12). reduction factor corresponding to the moment zone composed of two concave parabolic stresses and approximately the triangular shaped moment zone (shown with dashes in Fig. 11 and 12. /' / A `, \ c--+ I \ ------ ------ -------- ---------- -=---+pญญญญญญญญญญ ญ A PLAN VIEW c+ SECTION CC FIG. 11 VARIATION OFCOACTINGWIDTH FROM SUPPORT TO SUPPORT 16 IS 9349:2006 1'0 0 `9 ().& ). . .. 0"7 6 ` Oq t .- , I , I YI , . 1 1 I I O*1L O*'''" -0-7 1 I I 1 1 I 1 t I 1 1 1 I 1 1 1 I I I , t , 1 I n # 1 I I 1 `0'9 1 1,5 2 3 45 678910 15 20 FIG. 12 CURVESSHOWINGRELATIONSHIP BETWEEN~ REDUCTION FACTORSVI AND Vn AND , ,, ANNEX F (Clause 9.9) ANCHORAGE OR ANCHOR PLATES F-1 The depth of second stage concrete shall be such that the 45ฐ degrees plane drawn from the inner edge of the track base beam passes through anchors provided in first stage concrete. Diagonal shear stress in the concrete due to maximum lead derived from the bearing stress under the track base shall be within allowable limits permitted by the IS 456. Where excessive shear stress in the concrete is unavoidable, reinforcement properly designed for shear and placed in the first stage concrete can be taken into account. In no case shall the alignment bolts be considered as shear reinforcement. 17 IS 9349:2006 ANNEX G (Clause 9.12) TOLERANCE FOR EMBEDDED Components e PARTS AND COMPONENTS OF GATES C[assijication A SI No. Medium head mm (3) High headmm (4) (1) A i) Embedded a) b) Parts Side seal seat (2) Alignment in plane parallel to flow Distance between centreline of opening and seal seat c) ii) Top a) b) c) Coplanemess seal seat: Alignment parallel to flow Height above sill Coplanemess with side seal seat * 0.5 q1.50 +1.5 * 0.5 *1.5 *0.5 +0.5 +1.50 ko.50 * 0.25 *1 .00 +0.25 *0.25 +1.00 +0.25 40.25 *1 .00 q0.25 *0.5 +0.5 +0.5 *0.25 *2.00 +1.00 *0.50 *2.00 iii) Upstream guide track: a) Alignment in plane parallel to flow b) Distance between centreline of opening and guide track c) Coplanemess Side guide track: a) Alignment in plane normal to flow b) Distance between centreline of opening and guide track c) Alignment in plane parallel to flow Bottom seal seat: Alignment in horizontal plane Critical dimensions: a) Centre-to-centre distance-between side seal seat b) Face-to-face distance between side guide tracks c) Distance between face of upstream guide track and side seal seat d) Centre-to-centre distance be~een upstream guide tracks -Gate Side and top seal seati a) Alignment parallel to flow b) Coplanemess Side guide: Alignment parallel to flow Upstream guide: Alignment parallel to flow Gate leaf bottom edge: Alignment in horizontal plane Critical dimensions: a) Centre-to-centre distance between side seal plates b) Centre-to-centre distance between upstream guides c) Face-to-face distance between side guides d) Face-to-face distance between side seal plate and upstream guide iv) +1.00 +1.00 *1.00 kO.25 *3.00 +2.00 *1.00 , v) vi) *3.00 B i) *0.50 &o.50 *0.25 *0.25 +0.5 * 0.25 * 0.25 *0.5 *0.5 +1.00 ko.50 ii) iii) iv) v) +1.0 +0.50 kO.25 4=1.00 +1.00 +1.5 +1 .00 18 ANNEX H (Clause 10.1) RECOMMENDED VALUES OF COEFFICIENTS OF FRICTION TO BE USED IN THE DESIGN OF GATES sl No. Material / Coe@cient ofFriction A \ 1.20 0.25 0.30 0.40 0.30 0.70 0.25 0.15 Starting i) ii) iii) iv) v) vi) vii) viii) Rubber seal on steel Brass on bronze Brass or bronze on steel Steel on steel Stainless steel on steel Wood on steel Gun metal on gun metal Fluoro-carbon on stainless steel 1.50 0.40 0.50 0.60 0.50 1.00 0.40 0.20 Moving 19 IS 9349:2006 ANNEX J (Foreword) COMMITTEE COMPOSITION Hydraulic Gates and Valves, WRD 12 Organization In Personal Capacity (2047, Pocket 2, Sector D, Vasant Kunj, New Delhi 110070) Representative(s) Smo N. VISHWANATHAN (Chairman) Bhakra Beas Management Board, Punjab Bharat Heavy Electrical Ltd, Bhopal DaPUTY CmaF ErwawaR Exsmnvs E~ (Alternate) Sma A. S. SRSVASTAVA Sms S. R. Rmsorus(Alternate) Central Electricity Authority, New Delhi Centrrd Water & Power Research Station, Pune Centrrd Water Commission, New Delhi Himachal Pradesh State Electricity Board, Sunder Nagar, Himachal Pradesh Irrigation Department Government of MaharashtW -Nasik Irrigation Research Institute, Roorkee National Hydroelectric Power Corpmation Ltd, Faridabad Orissa Construction Corporation Ltd, Bhubaneshwar Texmaco Ltd, Kolkata Triveni Stmcturals Ltd, Allahabad Tungabhadra Steel Products Ltd, Karnataka Water Resources Development Training Centre, Roorkee BIS Directorate General Sssss R. K. RUSTAQ SHRS R. M. SSNNASUMS Sriru S. L. PATSL (Alternate) DIRSCMRGATS?S (E & NE) DUUMXOR (GAITS-NW & S) (Alternate) CrmsFENOSNSSR (DasrGN) (Alternate) SrrraK. D. SNARMA smramsmNG ENQNSSRS (Alternate) Execmsvs ENOINSSR CmsF ENQNSSR (Dssm) Erwmmrt (Alternate) Srmmlmmw SHRS G. S. SHARMA SHRS A. K. ROY(Alternate) D~R (MECHANICAL) SSNSOR MANAOSR (DESIGN)(Alternate) ,> SsrsJ S. R. SrNS+A B.mmss (Alternate) SrirrrUDAYAN SHSO J. P. `MrsriRA (Alternate) Smu B. P. SINGSS SHRIHUSSASN BrN ALI (Alternate) SsrruY. s+ criANDrwnmArwASS PROFGOPAL CHMJHAN Director and Head (WRD) [Representing Director General (E&oficio Member)] Member Secretary ROSYDHAWAN SHRSMATS Joint Dkector (WRD), BIS 20 Bureau of Indian Standards BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote harmonious development of the activities of standardization, marking and quality certification of goods and attending to connected matters in fhe country. Copyright BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS. Review of Indian Standards Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of `BIS Catalogue' and `Standards: Monthly Additions'. This Indian Standard has been developed from Dot: No. WRD 12 (377). Amendments Issued Since Publication Amend No. Date of Issue Tat Affected BUREAU OF INDIAN STANDARDS Headquarters: Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telephones: 23230131,23233375,2323 Regional Offices: 9402 website: www.bis.org.in Telephones Central Eastern Northern Southern Western Branches : Man& Bhavan, 9 Bahadur Shah Zafar Marg NEW DELHI 110002 : 1/14 C.I.T. Scheme VII M, V.I.P. Road, Kankurgachi KOLKAT-A 700054 ~ : SCO 335-336, Sector 34A, CHANDIGARH 160022 : C.I.T. Campus, IV Cross Road, CHENNAI 600113 : Manakalaya, E9 MIDC, Marol, Andheri (East) MUMBAI 400093 23237617 { 23233841 23378499,23378561 { 23378626,23379120 2603843 { 2609285 22541216,22541442 { 22542519,22542315 28329295,28327858 { 28327891,28327892 : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FAWDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM. Printed at Simco Printing Press, ~lhi